Cable trough reinforcing structure of existing railroad bed

Abstract

The utility model discloses a cable trough reinforcing structure of an existing railroad bed. The connection strength between a shoulder pad on the outer side of an existing roadbed cable trough and the cable trough is low, and the shoulder pad is prone to falling off. Shoulder pads are arranged on the outer sides of the cable troughs. Steps are arranged at the bottom of the shoulder protector, steps are arranged on the side slope of the existing embankment section, the steps at the bottom of the shoulder protector are consistent with the steps of the side slope of the existing embankment section in shape and size, and geogrids are laid on the surfaces of the steps; a retaining wall is arranged at the slope toe position outside the shoulder pad. The side slope of the embankment section is widened, and steps which are not less than 1.0 m wide are excavated on the existing line, so that the occlusion force between new and old fillers is enhanced; meanwhile, geogrids are laid on the dug steps, and the tying effect between the new filler on the lower portion of the shoulder pad and the old filler on the lower portion of the cable trough is further enhanced by means of the good two-way tensile characteristic of the geogrids.

Description

Technical Field

[0001] The utility model belongs to the technical field of railway subgrade equipment, and particularly relates to a reinforcement structure for a cable trough of an existing railway subgrade. Background Art

[0002] Cable troughs are widely used in railway subgrade construction for laying cables. To ensure the stability of the cable trough structure, a trapezoidal shoulder is usually set outside the cable trough. The shoulder is made of concrete structure, and the cable trough is lower than the shoulder. As the service time increases, the shoulder and the cable trough in the embankment section may settle to varying degrees, resulting in a step between them and forming a through crack. Not only is the shoulder prone to falling off, but also the drainage channels of the shoulder and the cable trough cannot maintain good connection. Surface water may seep into the embankment body, further aggravating the embankment settlement and endangering the safety of railway operation. Therefore, there is an urgent need for a reinforcement structure for existing cable troughs to ensure the safety of railway operation. Content of the Utility Model

[0003] In order to make up for the deficiencies of the prior art, the utility model provides a reinforcement structure for a cable trough of an existing railway subgrade, which improves the connection strength between the cable trough and the shoulder and avoids uneven settlement.

[0004] In order to achieve the above object, the technical solution adopted by the utility model is as follows:

[0005] A reinforcement structure for a cable trough of an existing railway subgrade, characterized in that: it includes a cable trough, and a shoulder is arranged outside the cable trough;

[0006] A step is arranged at the bottom of the shoulder, and a step is arranged on the slope of the existing embankment section. The steps at the bottom of the shoulder and on the slope of the existing embankment section are the same in shape and size, and a geogrid is laid on the step surface; a retaining wall is arranged at the position of the slope toe outside the shoulder.

[0007] Furthermore, steel pipe piles are arranged inside the shoulder.

[0008] Furthermore, a crushed stone cushion is arranged at the bottom of the cable trough.

[0009] Furthermore, the slope ratio of the outside of the shoulder is 1:1.50.

[0010] Furthermore, a drainage channel is arranged inside the shoulder, and the drainage channel of the shoulder is communicated with the drainage channel of the cable trough.

[0011] Furthermore, the crushed stone cushion is made of permeable crushed stone.

[0012] Advantages of the utility model:

[0013] 1) The utility model shoulder guard and the cable trough can be closely combined, and uneven settlement is not easy to occur. The drainage channel between the two remains unobstructed, which greatly reduces the frequency of maintenance and reinforcement;

[0014] 2) The utility model increases the bite force between the new and old fillers by widening the slope of the embankment section and digging steps with a width of not less than 1.0m on the existing line; at the same time, geogrids are laid on the dug steps, and the good bidirectional tensile properties of the geogrids are used to further strengthen the tension effect between the new filler at the bottom of the shoulder guard and the old filler at the bottom of the cable trough;

[0015] 3) The utility model sets a retaining wall at the foot of the slope to prevent the slope from becoming unstable due to water seepage in the embankment body. BRIEF DESCRIPTION OF THE DRAWINGS

[0016] Figure 1 It is a schematic diagram of the overall structure of the utility model;

[0017] Figure 2 This is the construction flow chart of this utility model;

[0018] In the figure, 1- crushed stone cushion, 2- cable trough, 3- shoulder guard, 4- retaining wall, 5- geogrid. DETAILED DESCRIPTION

[0019] The present invention is described in detail below in conjunction with specific implementation methods.

[0020] like Figure 1 As shown, the cable trough reinforcement structure of the utility model includes a cable trough 2, and a shoulder guard 3 is arranged on the outer side of the cable trough 2; the outer slope of the shoulder guard 3 is 1:1.50, and a gravel cushion layer 1 is arranged at the bottom of the cable trough 2, and the gravel cushion layer 1 is made of permeable gravel.

[0021] A drainage channel is provided in the shoulder guard 3, and the drainage channel of the shoulder guard 3 is connected with the drainage channel of the cable trough;

[0022] A step is arranged at the bottom of the shoulder guard 3, and a step is arranged at the existing embankment section slope. The step at the bottom of the shoulder guard 3 is consistent in shape and size with the step of the existing embankment section slope, and a geogrid 5 is laid on the step surface; when the excavation surface is large, temporary support measures such as steel pipe piles are arranged in the shoulder guard 3 to ensure the overall stability of the slope; a retaining wall 4 is arranged at the outer slope foot of the shoulder guard 3.

[0023] By widening the slope of the embankment section and digging steps with a width of not less than 1.0m along the existing line, the bite force between the new and old filling materials is enhanced; at the same time, geogrids are laid on the excavated steps, and the good bidirectional tensile properties of the geogrids are used to further strengthen the tension effect between the new filling material at the bottom of the shoulder guard 3 and the old filling material at the bottom of the cable trough; and a retaining wall is set at the foot of the slope to prevent the slope from becoming unstable due to possible seepage of the embankment body; therefore, the shoulder guard 3 and the cable trough can be tightly combined, uneven settlement is not likely to occur, and the drainage channel between the two remains unobstructed, which greatly reduces the frequency of maintenance and reinforcement.

[0024] like Figure 2 As shown, the construction method of the utility model is as follows:

[0025] Step 1: Set up temporary support measures of steel pipe piles on the slope of the existing line embankment section, and dig a step of no less than 1m downward from the cable trough 2 position in a direction perpendicular to the line.

[0026] Step 2: Lay geogrid 5 on the step surface.

[0027] Step 3: Pull out temporary support measures such as steel pipe piles, and cast the retaining wall 4 in sections. The inclined base and foundation burial depth of the retaining wall 4 should be constructed strictly according to the design requirements and should not be adjusted at will to avoid affecting the stability of the wall.

[0028] Step 4: After the retaining wall 4 is poured, the foundation pit should be backfilled and compacted in time, and a drainage slope of not less than 4% should be set on the top surface of the foundation pit to prevent water accumulation from softening the foundation.

[0029] Step 5: Fill the roadbed filler in layers at the excavated steps of the embankment, and use small vibrating compaction equipment to compact it to meet the compaction requirements.

[0030] Step 6: Set a permeable gravel cushion layer 1 at the bottom of the cable trough 2, and set a cable trough on the top of the cushion layer 1.

[0031] Step 7: Pour concrete shoulder guard 3 on the outside of cable trough 2.

[0032] Step 8: Set up slope reinforcement protection measures, such as grass and shrub protection or skeleton slope protection.

[0033] In the description of the present invention, unless otherwise clearly specified and limited, the terms "set", "install", "connect", "connect", and "fix" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection or an indirect connection through an intermediate medium, it can be the internal connection of two elements or the interaction relationship between two elements. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0034] The content of the present utility model is not limited to the examples listed. Any equivalent transformation of the technical solution of the present utility model adopted by those of ordinary skill in the art by reading the specification of the present utility model is covered by the claims of the present utility model.

Claims

1. A reinforcement structure for a cable trench in an existing railway subgrade, characterized in that: It includes a cable trench (2), and a shoulder (3) is arranged on the outside of the cable trench (2); A step is arranged at the bottom of the shoulder (3). There is a step on the slope of the existing embankment section. The shape and size of the step at the bottom of the shoulder (3) are the same as those of the step on the slope of the existing embankment section. A geogrid (5) is laid on the step surface. A retaining wall (4) is arranged at the position of the outer slope toe of the shoulder (3).

2. The cable trough reinforcement structure for existing railway subgrade according to claim 1, characterized in that: Steel pipe piles are arranged in the shoulder (3).

3. The cable trough reinforcement structure for existing railway subgrades according to claim 2, characterized in that: A gravel cushion layer (1) is arranged at the bottom of the cable trench (2).

4. The cable trench reinforcement structure for existing railway subgrades according to claim 3, characterized in that: The outer slope ratio of the shoulder (3) is 1:1.

50.

5. The cable trough reinforcement structure for existing railway subgrades according to claim 4, characterized in that: A drainage channel is arranged in the shoulder (3), and the drainage channel of the shoulder (3) is communicated with the drainage channel of the cable trench (2).

6. The cable trough reinforcement structure for existing railway subgrade according to claim 5, characterized in that: The gravel cushion layer (1) is made of permeable gravel.

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